Aluminium Design and Construction John Dwight

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6.7 Comparison with one-inch rule 6.8 HAZ at TIG welds 6.8.1 Difference between TIG and MIG welding 6.8.2 Severity of softening with TIG welding 6.8.3 Extent of softened zone for TIG welding 6.9 HAZ at friction-stir welds 7 Plate elements in compression 7.1 General description 7.1.1 Local buckling 7.1.2 Types of plate element 7.1.3 Plate slenderness parameter 7.1.4 Element classification (compact or slender) 7.1.5 Treatment of slender elements 7.2 Plain flat elements in uniform compression 7.2.1 Local buckling behaviour 7.2.2 Limiting values of plate slenderness 7.2.3 Slender internal elements 7.2.4 Slender outstands 7.2.5 Very slender outstands 7.3 Plain flat elements under strain gradient 7.3.1 Internal elements under strain gradient, general description 7.3.2 Internal elements under strain gradient, classification 7.3.3 Slender internal elements under strain gradient 7.3.4 Outstands under strain gradient, general description 7.3.5 Outstands under strain gradient, case T 7.3.6 Outstands under strain gradient, case R 7.4 Reinforced elements 7.4.1 General description 7.4.2 Limitations on stiffener geometry 7.4.3 ‘Standard’ reinforcement 7.4.4 Location of the stiffener 7.4.5 Modified slenderness parameter 7.4.6 Classification 7.4.7 Slender reinforced elements 8 Beams 8.1 General approach 8.2 Moment resistance of the cross-section 8.2.1 Moment-curvature relation 8.2.2 Section classification 8.2.3 Uniaxial moment, basic formulae 8.2.4 Effective section 8.2.5 Hybrid sections Copyright 1999 by Taylor & Francis Group. All Rights Reserved.
8.2.6 Use of interpolation for semi-compact sections 8.2.7 Semi-compact section with tongue plates 8.2.8 Local buckling in an under-stressed compression flange 8.2.9 Biaxial moment 8.3 Shear force resistance 8.3.1 Necessary checks 8.3.2 Shear yielding of webs, method 1 8.3.3 Shear yielding of webs, method 2 8.3.4 Shear resistance of bars and outstands 8.3.5 Web buckling, simple method, 8.3.6 Web buckling, tension-field action 8.3.7 Inclined webs 8.4 Combined moment and shear 8.4.1 Low shear 8.4.2 High shear, method A 8.4.3 High shear, method B 8.5 Web crushing 8.5.1 Webs with bearing stiffeners 8.5.2 Crushing of unstiffened webs 8.6 Web reinforcement 8.6.1 Types of reinforcement 8.6.2 Tongue plates 8.6.3 Transverse stiffeners 8.6.4 End-posts 8.7 Lateral-torsional buckling 8.7.1 General description 8.7.2 Basic check 8.7.3 Equivalent uniform moment 8.7.4 Limiting stress for LT buckling 8.7.5 Slenderness parameter 8.7.6 Beams with very slender compression flanges 8.7.7 Effective length for LT buckling 8.7.8 Beams of varying cross-section 8.7.9 Effect of simultaneous side moment 8.8 Beam deflection 8.8.1 Basic calculation 8.8.2 Beam of slender section 9 Tension and compression members 9.1 General approach 9.1.1 Modes of failure 9.1.2 Classification of the cross-section (compression members) 9.2 Effective section Copyright 1999 by Taylor & Francis Group. All Rights Reserved.
Page 1 and 2: Aluminium Design and Construction C
Page 3 and 4: First published 1999 by E & FN Spon
Page 5 and 6: 2.2.1 Rolling mill practice 2.2.2 P
Page 7: 5 Limit state design and limiting s
Page 11 and 12: 10.3.2 Inertias for a section with
Page 13 and 14: Preface Aluminium is easily the sec
Page 15 and 16: List of symbols The following symbo
Page 17 and 18: uu, vv principal axes w effective s
Page 19 and 20: 1.1.3 The industrial metal It is on
Page 21 and 22: where A is the section area (mm 2 )
Page 23 and 24: 1.3.1. The good points about alumin
Page 25 and 26: Deflection Because of the lower mod
Page 27 and 28: 1.4.4 Establishment of the alloys I
Page 29 and 30: 1.5.2 New technology Most of alumin
Page 31 and 32: large span, where self-weight is a
Page 33 and 34: These tend to be in all-aluminium c
Page 35 and 36: Close-up of the M-dec system, which
Page 37 and 38: Aluminium glazing system for commer
Page 39 and 40: Nat West Media Centre, Lords Cricke
Page 41 and 42: The main requirements for the produ
Page 43 and 44: in which t and w are in mm. These a
Page 45 and 46: Figure 2.1 Extrusion process (direc
Page 47 and 48: Figure 2.2 Typical extrusion die. t
Page 49 and 50: Figure 2.6 ‘Semi-hollow’ profil
Page 51 and 52: especially the stronger alloys in t
Page 53 and 54: Figure 2.9 Conventional profiles. 2
Page 55 and 56: 2.4 TUBES By tubes we mean hollow s
Page 57 and 58: CHAPTER 3 Fabrication 3.1 PREPARATI
Page 59 and 60:
Figure 3.1 Alternative designs for
Page 61 and 62:
Figure 3.2 Thread insert. a coil-sp
Page 63 and 64:
3.3 ARC WELDING 3.3.1 Use of arc we
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adjusted. The technique is claimed
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For welds of minimum or fatigue qua
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Figure 3.5 Friction-stir welding: s
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are, and the designer/fabricator mu
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cartridge, and mixing takes place a
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3.7.4 Painting Alloys having durabi
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Where a range is given, as for the
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will be only slightly above that fo
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heating the metal to a temperature
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Table 4.4 Characteristics of differ
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softening in the heat-affected zone
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60 alloys, are: BSEN.485 plate and
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Firure 4.3 Nominal composition and
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popular alloys in the series are: 6
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Figure 4.6 Variation of tensile str
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undercarriages of aircraft. They ar
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Figure 4.11 Minimum stress-strain c
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AC.51400 This is another non-heat-t
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times that of the actual pits) prod
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The severity of bimetallic corrosio
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Nominal loading. Nominal loads are
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2. Material factor (� m ). In the
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design does not, because stress at
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Table 5.2 Summary of limiting stres
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Figure 5.4 Plastic strain at workin
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example, a reduced value might be t
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The parameter � depends purely on
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CHAPTER 6 Heat-affected zone soften
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area of softening. With 7xxx-type m
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Figure 6.3 Typical hardness plots a
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6.4 SEVERITY OF HAZ SOFTENING 6.4.1
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Figure 6.6 Categories of welded joi
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Figure 6.10 One-inch rule, extent o
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e allowed for in design by replacin
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Figure 6.13 Predicted area (A z ) o
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Figure 6.15 Overlapping HAZs. nomin
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In determining A zp , an appropriat
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failure plane in the HAZ, close to
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With MIG welding, an electrode-posi
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CHAPTER 7 Plate elements in compres
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(a) Compression member elements The
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Table 7.1 Classification of element
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Figure 7.4 Slender internal element
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Figure 7.7 shows curves of � ° p
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(7.9a) (7.9b) The strain gradient c
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(through the centroid) for ß S . F
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Figure 7.13 Outstands under strain-
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Figure 7.15 Reinforced elements. Th
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Figure 7.18 Stiffener location for
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Figure 7.20 Slender reinforced inte
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CHAPTER 8 Beams 8.1 GENERAL APPROAC
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8.2.2 Section classification The di
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that for the gross section. It woul
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the usual manner. Line 1 in the fig
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1. Fully compact sections. The limi
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Figure 8.8 Transverse and longitudi
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8.3.4 Shear resistance of bars and
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Figure 8.12 Tension-field action. i
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Figure 8.14 Moment/shear interactio
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depending on the estimated degree o
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where a is the stiffener spacing an
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plates (if fitted), p v =limiting m
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ending moment diagram. Two cases ar
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Figure 8.23 Sections covered in Tab
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where: I yy , I vv =inertia about m
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post (Section 8.6.4) or by some oth
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Figure 8.26 Components of deflectio
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9.1.2 Classification of the cross-s
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hole. Alternatively, it might fail
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Figure 9.2 Limiting stress p b for
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The determination of l involves a c
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Figure 9.6 Monosymmetric section. I
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Figure 9.9 Limiting stress p b for
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where s=� s /� t s =slenderness
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Figure 9.11 Type-R sections covered
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Figure 9.14 Four standardized profi
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9.7.2 Secondary bending in trusses
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Table 9.5 Necessary checks for memb
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Figure 9.18 Axial load with biaxial
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1. Tension members. The localized f
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Figure 10.1 Symmetric plastic bendi
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We now turn to monosymmetric sectio
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distance of its centroid from the n
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Figure 10.6 Elements of sections. I
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10.3.3 Product of inertia The produ
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Usually the conditions are such as
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Table 10.2 Torsion constant. Factor
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Figure 10.12 Warping. Conventional
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where b, t=element width and thickn
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10.5.3 Evaluation of warping When t
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For sections where the position of
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(10.31) where: e=distance that S li
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10.5.9 Asymmetric sections Before s
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CHAPTER 11 Joints This chapter cons
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the use of limiting stresses taken
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and the summation is made for all t
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Figure 11.3 Interaction diagram for
Page 259 and 260:
k in order to give a fair compariso
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3. The design is satisfactory if fo
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When the method of surface preparat
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11.3.3 Weld force arising In many c
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Table 11.6 Limiting stress p w (N/m
Page 269 and 270:
where p a =limiting stress for unwe
Page 271 and 272:
Figure 11.11 Interaction diagram fo
Page 273 and 274:
Manufacturers of structural adhesiv
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11.4.6 Creep Shear strength figures
Page 277 and 278:
Figure 11.15 Effect of glue-line th
Page 279 and 280:
Table 11.7 and Figure 11.17 provide
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11.4.11 Resistance calculations for
Page 283 and 284:
high value reflects the various unc
Page 285 and 286:
therefore usually presented in term
Page 287 and 288:
For example: The loading spectrum i
Page 289 and 290:
act on the structure. However, BS.8
Page 291 and 292:
Figure 12.4 Crack propagation: (a)
Page 293 and 294:
12.5 CLASSIFICATION OF DETAILS 12.5
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i.e. a joint extending in the same
Page 297 and 298:
when the design life is low or when
Page 299 and 300:
Methods (2) and (3) are difficult t
Page 301:
it reverts to line 1. The slope s o
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Aluminium Design and Construction John Dwight

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